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Structural Report - Stamped
Structural Calculations Project Name: Project Location:Pioneer Rd and Mariah Ave Rexburg, Idaho 83460 Project Number:3110323 Date: Harris Architecture Palisades Apartments (Rexburg) 3110323 5/15/2023 Valid Wet Stamp In Red This report is for the project and location listed. It may not be reused, copied or reproduced without written consent. 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com P R O F E S S I O N A L E N G I N E E RLICENSED S T A T E O F I D A H O C H R I S T OPHER H I R O S H I Y E A T E S20772 05/16/2023 Project No: 3110323 Page 1 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Table of Contents Table of Contents ...................................................................................................................... 1 1. Design Criteria ...................................................................................................................... 2 2.1 Loads - Snow ...................................................................................................................... 4 2.2 Loads - Dead / Live............................................................................................................. 5 2.3 Loads - Earthquake ............................................................................................................ 7 2.4 Loads - Wind ...................................................................................................................... 9 3.1 LFRS - Wood Sheathing / Diaphragms ............................................................................. 12 3.2 LFRS - Wood Shear Walls ................................................................................................ 14 4.1 VFRS - Wood Bearing Walls ............................................................................................ 19 4.2 VFRS - Wood Joists ......................................................................................................... 28 4.3 VFRS - Beams / Posts ...................................................................................................... 31 5.1 Foundation - Concrete Walls / Footings ............................................................................ 55 Project No: 3110323 Page 2 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 1. Design Criteria Project information Address / location * = Pioneer Rd and Mariah Ave Area / subdivision Area / subdiv. No. 1 = Rexburg - Palisade Apartments City, county = Rexburg (Madison county) State, Zip Code = Idaho 83460 * The structural calculations report and corresponding construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written consent. Jurisdiction / occupancy information Jurisdiction = Idaho Building code = Idaho Administrative Code (IDAPA) 07.03.01.004 Model building code = 2018 IBC 2018 IBC 101.2 Use and occupancy classification = Residential - permanent (R-2) Risk category = Not occupancy categories I, III, IV (II) ** Building code compliance of non-structural issues is not addressed. Refer to the architect or designer for compliance. Deferred submittals Prefabricated metal plate wood trusses - roof (truss manufacturer) Environmental load parameters Earthquake Latitude, longitude = 43.813653, -111.804639 Mapped short period Ss = 0.363 2018 IBC Figure 1613.2.1(1) Mapped 1-sec. period S1 = 0.142 2018 IBC Figure 1613.2.1(2) Wind Basic design wind speed V = 105 mph 2018 IBC Figure 1609.3(1), 1609.3(2), 1609.3(3) Exposure category = C 2018 IBC 1609.4.3 Soil Geotechnical design basis † Area / subdiv. No. 1 = Palisade Apartments report, ERE No. 23013, 23 MAR 2023 Project No: 3110323 Page 3 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Minimum frost cover = 48 in.2018 IBC 1809.5 Site class = C Special requirements = Lateral active press. = 30 psf/ft Lateral at-rest press. = 60 psf/ft Lateral passive press. = 150 psf/ft Coeff. of friction = 0.25 Allow. vert. bearing Qa = 2000 psf Min. cont. footing = 24 in. Min. spot footing = 24 in. † It is recommended that a geotechnical investigation be conducted unless satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in 2018 IBC 1803.5.1-12. The structural calculations report and corresponding construction documents are only valid for the soil parameters listed herein. The design professional in responsible charge shall be notified if observations or field conditions differ. Snow Elevation (max) = 4860 ft Rain 15-min. rainfall intensity = in/hr 60-min. rainfall intensity = in/hr None Project No: 3110323 Page 4 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.1 Loads - Snow Ground snow loads (ASCE 7-16 Chap. 7.2) Basis = Jurisdiction defined County = Madison Elevation = 4860 ft Ground snow load Pg = 50 psf Flat roof snow loads (ASCE 7-16 Chap. 7.3) Basis = ASCE 7-16 Equation 7.3-1 Roof exposure definition = Roof exposure = Partial ASCE 7-16 Table 7.3-1 (notes a,b) Terrain category (wind) = C Exposure factor Ce = 1 ASCE 7-16 Table 7.3-1 Roof thermal condition = Thermal factor Ct = 1 ASCE 7-16 Table 7.3-2 Risk category = II Snow importance factor Is = 1 ASCE 7-16 Table 1.5-2 Flat roof snow load Pf = 35 psf ASCE 7-16 Equation 7.3-1 Not unheated nor a continuously heated greenhouse (ASCE 7-16 Table 7.3-2). Not fully exposed or sheltered (ASCE 7-16 Table 7.3-1, Notes a and b). Sloped roof snow loads (ASCE 7-16 Chap. 7.4) Basis = ASCE 7-16 Equation 7.4-1 Roof surface = Roof slope = 18 deg. Roof slope factor Cs = 1 ASCE 7-16 Chap. C7.4 Eave snow load Peave = 70 psf ASCE 7-16 Chap. 7.4.5 Balanced snow load Ps = 35 psf ASCE 7-16 Equation 7.4-1 Non-slippery (asphalt shingles, wood shingles, or shakes). Unbalanced roof snow loads (ASCE 7-16 Chap. 7.6) Hip and gable roofs Eave to ridge distance W = 45 ft Roof system = Truss Snow density gamma = 21 pcf ASCE 7-16 Equation 7.7-1 Height of balanced snow Hb = 2 ft ASCE 7-16 Chap. 7.7.1 Unbalanced snow load Ps = 51 psf ASCE 7-16 Chap. 7.6.1 Project No: 3110323 Page 5 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.2 Loads - Dead / Live Roof dead loads (2018 IBC 1606, ASCE 7-16 Table C3.1-1a) Asphalt shingles = 2 psf ASCE 7-16 Table C3.1-1a Felt or ready roofing, roof sheathing = 3 psf ASCE 7-16 Table C3.1-1a Wood trusses, misc = 5 psf Estimated Insulation, (2) layers gypsum sheathing = 7 psf ASCE 7-16 Table C3.1-1a Roof DL No. 1 Total =17 psf Floor dead loads (2018 IBC 1606, ASCE 7-16 Table C3.1-1a) Floor sheathing = 2 psf ASCE 7-16 Table C3.1-1a Wood joists/trusses, MEP, misc = 6 psf ASCE 7-16 Table C3.1-1a Gypsum sheathing = 2 psf ASCE 7-16 Table C3.1-1a Interior Walls = 2 psf Estimated 1" concrete finish = 10 psf ASCE 7-16 Table C3.1-1a Floor DL No. 1 Total =22 psf Floor sheathing = 2 psf ASCE 7-16 Table C3.1-1a Wood joists/trusses, MEP, misc = 6 psf ASCE 7-16 Table C3.1-1a Gypsum sheathing = 2 psf ASCE 7-16 Table C3.1-1a 1" concrete finish = 10 psf ASCE 7-16 Table C3.1-1a Suspended ceiling, acoustical fiber tiles = 2 psf ASCE 7-16 Table C3.1-1a Floor DL No. 2 Total =22 psf Wall dead loads (2018 IBC 1606, ASCE 7-16 Table C3.1-1a) Interior stud walls = 10 psf ASCE 7-16 12.14.8.1 Exterior 2x6@16"o.c.,5/8" gyp, insul., 7/16" sheathing = 12 psf ASCE 7-16 Table C3.1-1a Roof live loads (2018 IBC 1607) Occupancy or use Unif. (psf)Conc. (lb)Ref. Roofs (ordinary construction) = 20 300 2018 IBC Table 1607.1 No. 26 Floor live loads (2018 IBC 1607) Occupancy or use Unif. (psf)Conc. (lb)Ref. Residential (hotels and multi-unit private areas and corridors serving them) = 40 0 2018 IBC Table 1607.1 No. 25 Stairs and exits = 100 300 2018 IBC Table 1607.1 No. 30 = Project No: 3110323 Page 6 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Load sets Live load (occupancy or use)(psf)Dead load (psf)Abbrev. Flat roof snow load 35 Roof DL No. 1 17 S 35 17 Residential (hotels and multi-unit private areas and corridors serving them)40 Floor DL No. 1 22 L 40 22 Stairs and exits 100 Floor DL No. 1 22 Ex 100 22 Residential (hotels and multi-unit private areas and corridors serving them)40 C 40 Deflection limits (L/limit) (2018 IBC 1604.3.1) Construction L S or W D+L Roof members (supporting plaster ceiling) = 360 360 240 Floor members (joists) = 480 240 Floor members (beams/headers) = 360 240 Exterior walls and interior partitions (with other brittle finishes) = 240 Project No: 3110323 Page 7 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.3 Loads - Earthquake Seismic Design Criteria (2018 IBC 1613.2, ASCE 7-16 Chap. 11) Mapped acceleration parameters Latitude = 43.814 Longitude = -111.805 MCE short period Ss = 0.363 g MCE 1.0 sec. period S1 = 0.142 g Design acceleration parameters Site class = C Site coefficient Fa = 1.3 Site coefficient Fv = 1.5 Adjusted short period SMS = 0.47 Design short period SDS = 0.31 Adjusted 1.0 sec. period SM1 = 0.21 Design 1.0 sec. period SD1 = 0.14 Risk category = II IBC Seismic design category = C Dead loads (2018 IBC 1606; ASCE 7-16 Chap. 12.7.2, Table C3.1-1a) Effective seismic snow weight = 7 psf ASCE 7-16 Chap. 12.7.2 Roof DL No. 1 = 17 psf Floor DL No. 1 = 22 psf Interior stud walls = 10 psf Exterior 2x6@16"o.c.,5/8" gyp, insul., 7/16" sheathing = 12 psf Project No: 3110323 Page 8 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Equivalent Lateral Force Procedure (ASCE 7-16 Chap. 12.8) Primary LFRS Basic structural system =Bearing wall systems Seismic force-resisting system =Light-frame CFS walls (wood or steel sheathing) Structural design parameters Response modification factor R = 6.5 ASCE 7-16 Table 12.2-1 No. A16 System overstrength factor Omega = 3 ASCE 7-16 Table 12.2-1 No. A16 Deflection amplification factor Cd = 4 ASCE 7-16 Table 12.2-1 No. A16 Building height limit = 999 ft ASCE 7-16 Table 12.2-1 No. A16 Fundamental period Structure type = All other Approximate period parameter Ct = 0.02 ASCE 7-16 Table 12.8-2 Approximate period parameter x = 0.75 ASCE 7-16 Table 12.8-2 Height above base = 29.5 ft Approximate fundamental period Ta = 0.253 sec.ASCE 7-16 Equation 12.8-7 Approximate fundamental freq.n = 3.95 hz Long period transition period TL = 8 sec.ASCE 7-16 Figure 22-14 Seismic base shear Seismic importance factor Ie = 1.00 ASCE 7-16 Table 1.5-2 Seismic response coefficient Csmin = 0.014 ASCE 7-16 Equations 12.8-5,6 Seismic response coefficient Csmax = 0.086 ASCE 7-16 Equations 12.8-3,4 Seismic response coefficient Cs = 0.05 ASCE 7-16 Equation 12.8-2 Seismic base shear (LRFD)V = 42238 lb ASCE 7-16 Equation 12.8-1 Weight Parameters Total Permtr 1 Permtr 2 Area Weight Area Weight Weight Trib.(ft)(ft)(sf)(psf)(sf)(psf)(lb) 3 5 504 0 11,350 24 0 22 301,128 2 10 504 0 0 24 10,206 22 283,500 1 10 504 0 190 24 10,206 22 288,060 Total 872,688 Seismic Lateral Loads (ASCE 7-16 Chap. 12.8.3) Hx Fx LRFD ASD Level Height (ft)Floor (in)(ft)Cvx (lb)(lb)(lb) 3 9.0 12 29.50 0.5 21,522 21,522 15,065 2 9.0 12 20.00 0.3 13,737 35,259 24,681 1 9.0 0 10.00 0.2 6,979 42,238 29,567 Exterior Wall Roof Floor + Int Wall Vx (Shear walls) Project No: 3110323 Page 9 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.4 Loads - Wind Design wind pressure (2018 IBC 1609, ASCE 7-16 Chap. 26) Terrain exposure Surface roughness (upwind) = Exposure category = C 2018 IBC 1609.4.3 Terrain exp. constant alpha = 9.5 ASCE 7-16 Table 26.11-1 Terrain exp. constant Zg = 900 ASCE 7-16 Table 26.11-1 Terrain exp. constant Zmin = 15 ft ASCE 7-16 Table 26.11-1 Topographic factor Kzt = 1 ASCE 7-16 Chap. 26.8.2 Basic wind pressure Basic design wind speed V = 105 mph 2018 IBC Figure 1609.3(1), 1609.3(2), 1609.3(3) Structure type = Buildings - MWFRS Wind directionality factor Kd = 0.85 ASCE 7-16 Table 26.6-1 Risk category = II 2018 IBC Table 1604.5 Approx. fundamental freq. = 3.95 hz Structure type = Rigid ASCE 7-16 Chap. 26.2 Gust effect factor G = 0.85 ASCE 7-16 Chap. 26.11.1 Enclosure = Roof pitch = 4:12 Internal pressure coeff.GCpi = 0.18 ASCE 7-16 Chap. 26.13, Table 26.13-1 Basic velocity pressure q = 20.12 psf ASCE 7-16 Equation 26.10-1 Directional Procedure: Components and cladding (ASCE 7-16 Chap. 30.3) Roof mean height h = 37.3 ft ASCE 7-16 Chap. 26.2 Effective wind area (component) Aeff = 25 sf Velocity press. exp. coeff.Kh = 1.03 ASCE 7-16 Table 26.10-1 Note 1. Velocity pressure qh = 20.68 psf ASCE 7-16 Equation 26.10-1 Pressure coefficient End Interior Positve GCp = 0.93 0.93 ASCE 7-16 Figure 30.3-1 Negative GCp = -1.26 -1.03 ASCE 7-16 Figure 30.3-1 Maximum pressure max p = 29.77 25.02 psf ASCE 7-16 Equation 30.3-1 Open terrain with scattered obstructions having heights generally less than 30 ft. Enclosed (A building having less than 4 sq ft of openings in each wall) Project No: 3110323 Page 10 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Elevation Geometry Trib.Max roof Level Height (ft)Front Side Elev. (ft)Gable Sloped Gable Sloped 3 4.8 136 85 45 88 1862 600 133 2 9.8 136 85 0 0 0 0 0 1 9.8 136 85 0 0 0 0 0 Directional Procedure: MWFRS external pressure coefficients (ASCE 7-16 Chap. 26.10, Figure 27.3-1 weighted Cp for sloped / gabled area) Level Roof Level Max Cp Min Cp Max Cp Min Cp Max Cp Min Cp Max Cp Min Cp 3 -0.02 -0.45 -0.57 -0.57 0.67 0.58 -0.41 -0.41 2 0.14 -0.36 -0.57 -0.57 0.14 -0.36 -0.57 -0.57 1 0.14 -0.36 -0.57 -0.57 0.14 -0.36 -0.57 -0.57 Windward Leeward Side Windward Leeward Side Walls 0.80 -0.50 -0.70 0.80 -0.38 -0.70 Directional Procedure: MWFRS wind pressures (ASCE 7-16 Chap. 26.10.1, Table 26.10-1)) Level Elev. (ft)Kz qz (psf)+GCpi -GCpi Total +GCpi -GCpi Total Walls - Leeward Max h 29.50 0.98 19.69 -11.91 -4.82 -9.91 -2.82 Walls - Windward 3 29.50 0.98 19.69 9.85 16.94 21.76 9.85 16.94 19.75 2 20.00 0.90 18.15 8.79 15.88 20.71 8.79 15.88 18.70 1 10.00 0.85 17.08 8.07 15.16 19.98 8.07 15.16 17.98 Roofs - Leeward 3 45.00 1.07 21.52 -14.25 -6.51 -11.45 -3.70 2 0.00 0.85 17.08 -11.33 -5.18 -11.33 -5.18 1 0.00 0.85 17.08 -11.33 -5.18 -11.33 -5.18 Roofs - Windward 3 45.00 1.07 21.52 -12.15 3.42 9.93 6.76 16.10 19.81 2 0.00 0.85 17.08 -8.34 5.07 10.25 -8.34 5.07 10.25 1 0.00 0.85 17.08 -8.34 5.07 10.25 -8.34 5.07 10.25 Directional Procedure: Wind Lateral Loads (ASCE 7-16 Chap. 27.2-27.3) Walls Roof Fx (ASD)Vx (ASD)Walls Roof Fx (ASD)Vx (ASD) Level (lb)(lb)(lb)(lb)(lb)(lb)(lb)(lb) 3 8,435 11,617 20,052 20,052 4,785 8,711 13,496 13,496 2 16,476 0 16,476 36,528 9,299 0 9,299 22,795 1 15,899 0 15,899 52,427 8,938 0 8,938 31,733 SideFront Side Proj. A (sf) Front, Cp Side, Cp Front pressure (psf)Side pressure (psf) Windward LeewardWindwardLeeward Horiz. dim. (ft)Front Proj. A (sf) Project No: 3110323 Page 11 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Project No: 3110323 Page 12 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 3.1 LFRS - Wood Sheathing / Diaphragms Sheathing analysis APA Engineered Wood Construction Guide, Form No. E30W (2016 APA) Allow Location Label LL (psf)DL (psf)Size Rating LL (psf)Result Roof S 35 17 35 17 7/16"24/16 41 OK 14% Upper Floor Ex 100 22 100 22 3/4"48/24 325 OK 69% Main Floor Ex 100 22 100 22 3/4"48/24 325 OK 69% Diaphragm parameters Minimum Seismic Wind Horz.Wind Horz.Sheathing Level Fpx MWFRS dim. (ft)MWFRS dim. (ft)Thickness Edge 1 Edge 2 Blocking 3 15,065 20,052 136 13,496 85 7/16"8d @ 6"8d @ 6"Unblocked 2 12,486 16,476 136 9,299 85 15/32"8d @ 6"8d @ 6"Unblocked 1 12,687 15,899 136 8,938 85 15/32"8d @ 6"8d @ 6"Unblocked Diaphragm analysis Max Diaphragm Level Span (ft)Wind Seismic Line L (ft)Layout v (plf)Allow (plf)v (plf)Allow (plf) Transverse (front) direction 3 136 10,026 7,533 85 Case 1 118 322.5 89 230 2 136 8,238 6,243 85 Case 1 97 335 73 240 1 136 7,950 6,344 85 Case 1 94 335 75 240 Longitudinal (side) direction 3 85 6,748 7,533 136 Case 3 50 237.5 55 170 2 85 4,649 6,243 136 Case 3 34 252.5 46 180 1 85 4,469 6,344 136 Case 3 33 252.5 47 180 Sheathing Wind 16 Support spacing (in.) Seismic Longitudinal (side) Reaction Load (lb) Transverse (front) Applied loads (OOP) 24 16 Diaphragm Nailing Project No: 3110323 Page 13 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Chord Analysis Max % Total Chord Level Span (ft)Depth (ft)Load Force (lb)Collector Type Allow (lb) Transverse (front) direction on Diaph. 3 100 85 75%2,212 TP Splice (12) 16d 2,700 2 100 85 75%1,817 TP Splice (12) 16d 2,700 1 100 85 75%1,754 TP Splice (12) 16d 2,700 Longitudinal (side) direction 3 85 136 50%588 TP Splice (12) 16d 2,700 2 85 136 50%488 TP Splice (12) 16d 2,700 1 85 136 50%496 TP Splice (12) 16d 2,700 Strut Analysis Line Strut % Total Strut Level Length (ft)Length (ft)Load Force (lb)Collector Type Allow (lb) Transverse (front) direction 3 85 43 25%2,506 TP Splice (12) 16d 2,700 2 85 43 25%2,060 TP Splice (12) 16d 2,700 1 85 43 25%1,987 TP Splice (12) 16d 2,700 Longitudinal (side) direction 0 3 136 68 25%1,883 TP Splice (12) 16d 2,700 2 136 68 25%1,561 TP Splice (12) 16d 2,700 1 136 68 25%1,586 TP Splice (12) 16d 2,700 Project No: 3110323 Page 14 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 3.2 LFRS - Wood Shear Walls Basement Level - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =3,511 3,277 4,681 5,851 9,128 4,447 7,724 E =1,980 1,848 2,640 3,300 5,148 2,508 4,356 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 3 16 9 0 0 SW1 293 365 165 260 0.61 3,495 4 16 9 0 0 SW2 366 533 206 380 0.58 5,522 5 20 9 0 0 SW2 456 533 257 380 0.63 3,912 7 20 9 0 0 SW2 386 533 218 380 0.53 1,966 52,427 5/8" A.B. @ 32"HDU4-SDS2.5 29,567 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32"HDU2-SDS2.5 5/8" A.B. @ 32"HDU5-SDS2.5 5/8" A.B. @ 32"HDU4-SDS2.5 Basement Level - Longitudinal LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line A B C D E F G H I J K L M N O W =15,867 E =14,783 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) B 16 9 0 0 SW1 244 365 227 260 0.95 2,557 B 16 9 0 0 SW1 244 365 227 260 0.95 2,557 B 16.5 9 0 0 SW1 244 365 227 260 0.94 2,529 B 16.5 9 0 0 SW1 244 365 227 260 0.94 2,529 31,733 29,567 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32"HDU2-SDS2.5 5/8" A.B. @ 32"HDU2-SDS2.5 5/8" A.B. @ 32"HDU2-SDS2.5 5/8" A.B. @ 32"HDU2-SDS2.5 Project No: 3110323 Page 15 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Level 1 - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =3,511 3,277 4,681 5,851 9,128 4,447 7,724 E =1,980 1,848 2,640 3,300 5,148 2,508 4,356 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 1 37.17 9 8 4 SW1 120 341 68 243 0.25 0 2 A 35.83 9 0 0 SW1 91 365 52 260 0.18 0 2 B 26.25 9 0 0 SW1 125 365 70 260 0.25 0 3 16 9 0 0 SW1 293 365 165 260 0.61 2,172 4 16 9 0 0 SW2 366 533 206 380 0.59 3,541 5 20 9 0 0 SW2 456 533 257 380 0.63 2,432 6 37.17 9 0 0 SW1 120 365 67 260 0.23 0 7 20 9 0 0 SW2 386 533 218 380 0.53 1,119 5/8" A.B. @ 32" 5/8" A.B. @ 32" 10d @ 6"MST37 52,427 29,567 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32" 10d @ 4"CS16 10d @ 4"MST48 10d @ 4"MST37 5/8" A.B. @ 32" Level 1 - Longitudinal LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line A B C D E F G H I J K L M N O W =8,510 15,867 7,356 E =7,929 14,783 6,854 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) A 5 9 0 0 SW1 143 365 133 260 1.26 1,823 A 7.58 9 0 0 SW1 143 365 133 260 1.00 1,860 A 7.58 9 0 0 SW1 143 365 133 260 1.00 1,860 A 7.58 9 0 0 SW1 143 365 133 260 1.00 1,860 A 7.58 9 0 0 SW1 143 365 133 260 1.00 1,860 A 9.58 9 0 0 SW1 143 365 133 260 0.67 914 A 9.58 9 0 0 SW1 143 365 133 260 0.67 914 A 5 9 0 0 SW1 143 365 133 260 1.26 1,823 B 16.5 9 0 0 SW1 240 365 224 260 0.96 1,248 B 16.5 9 0 0 SW1 240 365 224 260 0.96 1,248 B 16.5 9 0 0 SW1 240 365 224 260 0.96 1,248 B 16.5 9 0 0 SW1 240 365 224 260 0.96 1,248 C 5 9 0 0 SW1 143 365 133 260 1.25 1,816 C 7.58 9 0 0 SW1 143 365 133 260 1.00 1,851 C 7.58 9 0 0 SW1 143 365 133 260 1.00 1,851 C 7.58 9 0 0 SW1 143 365 133 260 1.00 1,851 C 9.58 9 0 0 SW1 143 365 133 260 0.66 910 C 5 9 0 0 SW1 143 365 133 260 1.25 1,816 C 9.25 9 0 0 SW1 143 365 133 260 0.68 923 31,733 29,567 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 Project No: 3110323 Page 16 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Level 2 - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =2,446 2,283 3,261 4,077 6,360 3,098 5,381 E =1,653 1,543 2,204 2,755 4,297 2,094 3,636 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 1 37.17 9 8 4 SW1 84 341 57 243 0.21 0 2 35.83 9 8 4 SW1 82 340 55 242 0.21 0 3 16 9 0 0 SW1 204 365 138 260 0.49 850 4 16 9 0 0 SW1 255 365 172 260 0.70 1,560 5 20 9 0 0 SW1 318 365 215 260 0.76 953 6 37.17 9 8 4 SW1 106 341 72 243 0.27 0 7 20 9 0 0 SW1 269 365 182 260 0.64 271 Wall segment LFRS Anchorage Hold-down Type Type 10d @ 6" 10d @ 6" 36,528 24,681 10d @ 6" 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 Level 2 - Longitudinal LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line A B C D E F G H I J K L M N O W =6,113 11,398 5,284 E =6,619 12,341 5,722 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) A 5 9 0 0 SW1 103 365 111 260 0.84 807 A 7.58 9 0 0 SW1 103 365 111 260 0.74 956 A 7.58 9 0 0 SW1 103 365 111 260 0.74 956 A 7.58 9 0 0 SW1 103 365 111 260 0.74 956 A 7.58 9 0 0 SW1 103 365 111 260 0.74 956 A 9.58 9 0 0 SW1 103 365 111 260 0.41 42 A 9.58 9 0 0 SW1 103 365 111 260 0.41 42 A 5 9 0 0 SW1 103 365 111 260 0.84 807 B 16.5 9 0 0 SW1 173 365 187 260 0.66 0 B 16.5 9 0 0 SW1 173 365 187 260 0.66 0 B 16.5 9 0 0 SW1 173 365 187 260 0.66 0 B 16.5 9 0 0 SW1 173 365 187 260 0.66 0 C 5 9 0 0 SW1 102 365 111 260 0.84 804 C 7.58 9 0 0 SW1 102 365 111 260 0.73 951 C 7.58 9 0 0 SW1 102 365 111 260 0.73 951 C 7.58 9 0 0 SW1 102 365 111 260 0.73 951 C 9.58 9 0 0 SW1 102 365 111 260 0.41 39 C 5 9 0 0 SW1 102 365 111 260 0.84 804 C 9.25 9 0 0 SW1 102 365 111 260 0.42 72 22,795 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 24,681 Wall segment LFRS Anchorage Hold-down Type Type 10d @ 6"CS16 10d @ 6" 10d @ 6" 10d @ 6" 10d @ 6" 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 Project No: 3110323 Page 17 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Level 3 - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =1,343 1,253 1,790 2,238 3,491 1,701 2,954 E =1,009 942 1,345 1,681 2,623 1,278 2,219 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 1 37.17 9 8 4 SW1 46 341 35 243 0.13 0 2 35.83 9 8 4 SW1 45 340 34 242 0.13 0 3 16 9 0 0 SW1 112 365 84 260 0.31 325 4 16 9 0 0 SW1 140 365 105 260 0.42 577 5 20 9 0 0 SW1 175 365 131 260 0.51 719 6 37.17 9 8 4 SW1 58 341 44 243 0.16 0 7 20 9 0 0 SW1 148 365 111 260 0.41 477 10d @ 6" 10d @ 6" CS16 10d @ 6" 10d @ 6" 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 20,052 15,065 Wall segment LFRS Anchorage Hold-down Type Type Level 3 - Longitudinal LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line A B C D E F G H I J K L M N O W =3,619 6,748 3,129 E =4,040 7,533 3,492 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) A 5 9 0 0 SW1 61 365 68 260 0.25 0 A 7.58 9 0 0 SW1 61 365 68 260 0.33 250 A 7.58 9 0 0 SW1 61 365 68 260 0.33 250 A 7.58 9 0 0 SW1 61 365 68 260 0.33 250 A 7.58 9 0 0 SW1 61 365 68 260 0.33 250 A 9.58 9 0 0 SW1 61 365 68 260 0.24 0 A 9.58 9 0 0 SW1 61 365 68 260 0.24 0 A 5 9 0 0 SW1 61 365 68 260 0.25 0 B 16.5 9 0 0 SW1 102 365 114 260 0.40 0 B 16.5 9 0 0 SW1 102 365 114 260 0.40 0 B 16.5 9 0 0 SW1 102 365 114 260 0.40 0 B 16.5 9 0 0 SW1 102 365 114 260 0.40 0 C 5 9 0 0 SW1 61 365 68 260 0.25 0 C 7.58 9 0 0 SW1 61 365 68 260 0.33 248 C 7.58 9 0 0 SW1 61 365 68 260 0.33 248 C 7.58 9 0 0 SW1 61 365 68 260 0.33 248 C 9.58 9 0 0 SW1 61 365 68 260 0.24 0 C 5 9 0 0 SW1 61 365 68 260 0.25 0 C 9.25 9 0 0 SW1 61 365 68 260 0.24 0 Type 10d @ 6" 10d @ 6" CS16 10d @ 6" 10d @ 6" CS16 10d @ 6" 10d @ 6" 10d @ 6"CS16 10d @ 6" CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6"CS16 10d @ 6" 10d @ 6" 13,496 15,065 Wall segment LFRS Hold-down 10d @ 6" Anchorage Type 10d @ 6" 10d @ 6" 10d @ 6" 10d @ 6" 10d @ 6" Project No: 3110323 Page 18 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Project No: 3110323 Page 19 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 4.1 VFRS - Wood Bearing Walls Wall Wall 1 2 X 6 DF Stud @ 16 in. o.c. Section =1 Level =Basemt Height =8.71 ft Label =2 X 6 DF Stud @ 16 in. o.c. Result =OK Combo 6: D + 0.75(0.6W) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 35 17 35 17 2 L 40 22 40 22 47.25 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.35 s =16 in. o.c.Wind zone =End Aeff =11.6 sf Lateral out-of-plane (OOP) pressure =25 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.87 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=2,306 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =5.5 in.CF (Fb) =1.00 S =7.56 in.3 Fc* =1360 psi Area =8.25 in.2 Cp =0.63 I =20.8 in.4 F'c =862 psi Weight =20 lb fc =241 psi Combo 5 Slenderness Ratio Ratio fc =478 psi Combo 6 x-x axis =19.0 y-y axis =0.0 Wind Forces Govern Design Cr =1.35 M (ASD)=186 lb-ft Column Stability F'b =1512 psi CF (Fc)=1.00 fb =296 psi Cd =1 Fc =850 psi CSF =0.32 Combo 5 c =0.8 CSF =0.56 Combo 6 FcEx =1161 psi CSF =0.33 Combo 7 FcEy =0 psi Fc*=850 psi Wind Deflection Cp =0.78 Deflection =0.05 in. F'c =669 psi fc =546 psi Vertical Load (plf) 400 3,378 3,867 Project No: 3110323 Page 20 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 2 2 X 6 DF Stud @ 16 in. o.c. Section =2 Level =Main Height =8.71 ft Label =2 X 6 DF Stud @ 16 in. o.c. Result =OK Combo 6: D + 0.75(0.6W) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 35 17 35 17 21 L 40 22 40 22 4 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.35 s =16 in. o.c.Wind zone =End Aeff =11.6 sf Lateral out-of-plane (OOP) pressure =25 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.44 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=2,306 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =5.5 in.CF (Fb) =1.00 S =7.56 in.3 Fc* =1360 psi Area =8.25 in.2 Cp =0.63 I =20.8 in.4 F'c =862 psi Weight =20 lb fc =155 psi Combo 5 Slenderness Ratio Ratio fc =264 psi Combo 6 x-x axis =19.0 y-y axis =0.0 Wind Forces Govern Design Cr =1.35 M (ASD)=186 lb-ft Column Stability F'b =1512 psi CF (Fc)=1.00 fb =296 psi Cd =1.15 Fc =850 psi CSF =0.26 Combo 5 c =0.8 CSF =0.28 Combo 6 FcEx =1161 psi CSF =0.11 Combo 7 FcEy =0 psi Fc*=978 psi Wind Deflection Cp =0.74 Deflection =0.05 in. F'c =730 psi fc =274 psi Vertical Load (plf) 500 1,695 3,867 Project No: 3110323 Page 21 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 3 2 X 4 DF #2 @ 8 in. o.c. Section =3 Level =Basemt Height =8.71 ft Label =2 X 4 DF #2 @ 8 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity Ex 100 22 100 22 15 L 40 22 40 22 22.5 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =8 in. o.c.Wind zone =0 Aeff =5.8 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.95 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=9,893 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =158 psi Combo 5 Slenderness Ratio Ratio fc =387 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=7 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =26 psi Cd =1 Fc =1350 psi CSF =0.11 Combo 5 c =0.8 CSF =0.58 Combo 6 FcEx =535 psi CSF =0.61 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.01 in. F'c =490 psi fc =463 psi Vertical Load (plf) 400 3,644 3,837 Project No: 3110323 Page 22 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 4 2 X 4 DF #2 @ 8 in. o.c. Section =4 Level =Basemt Height =8.71 ft Label =2 X 4 DF #2 @ 8 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 35 17 35 17 2 L 40 22 40 22 46.5 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =8 in. o.c.Wind zone =0 Aeff =5.8 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.87 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=9,893 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =187 psi Combo 5 Slenderness Ratio Ratio fc =371 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=7 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =26 psi Cd =1 Fc =1350 psi CSF =0.15 Combo 5 c =0.8 CSF =0.53 Combo 6 FcEx =535 psi CSF =0.56 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.01 in. F'c =490 psi fc =424 psi 3,837 Vertical Load (plf) 400 3,336 Project No: 3110323 Page 23 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 5 2 X 4 DF #2 @ 8 in. o.c. Section =5 Level =Main Height =8.71 ft Label =2 X 4 DF #2 @ 8 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 35 17 35 17 2 L 40 22 40 22 31 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =8 in. o.c.Wind zone =0 Aeff =5.8 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.59 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=9,893 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =131 psi Combo 5 Slenderness Ratio Ratio fc =256 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=7 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =26 psi Cd =1 Fc =1350 psi CSF =0.08 Combo 5 c =0.8 CSF =0.25 Combo 6 FcEx =535 psi CSF =0.27 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.01 in. F'c =490 psi fc =289 psi 300 2,275 3,837 Vertical Load (plf) Project No: 3110323 Page 24 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 6 2 X 4 DF #2 @ 16 in. o.c. Section =6 Level =Upper Height =8.71 ft Label =2 X 4 DF #2 @ 16 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 35 17 35 17 2 Ex 100 22 100 22 5 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =16 in. o.c.Wind zone =0 Aeff =11.6 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.42 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=4,947 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =77 psi Combo 5 Slenderness Ratio Ratio fc =186 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=13 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =52 psi Cd =1 Fc =1350 psi CSF =0.05 Combo 5 c =0.8 CSF =0.13 Combo 6 FcEx =535 psi CSF =0.16 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.02 in. F'c =490 psi fc =204 psi 150 804 1,919 Vertical Load (plf) Project No: 3110323 Page 25 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 7 2 X 4 DF #2 @ 8 in. o.c. Section =7 Level =Main Height =8.71 ft Label =2 X 4 DF #2 @ 8 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity L 40 22 40 22 7.5 Ex 100 22 100 22 10 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =8 in. o.c.Wind zone =0 Aeff =5.8 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.52 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=9,893 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =89 psi Combo 5 Slenderness Ratio Ratio fc =213 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=7 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =26 psi Cd =1 Fc =1350 psi CSF =0.04 Combo 5 c =0.8 CSF =0.18 Combo 6 FcEx =535 psi CSF =0.19 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.01 in. F'c =490 psi fc =254 psi Vertical Load (plf) 300 2,004 3,837 Project No: 3110323 Page 26 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 8 2 X 4 DF #2 @ 8 in. o.c. Section =8 Level =Basemt Height =8.71 ft Label =2 X 4 DF #2 @ 8 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity L 40 22 40 22 15 Ex 100 22 100 22 15 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =8 in. o.c.Wind zone =0 Aeff =5.8 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.84 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=9,893 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =143 psi Combo 5 Slenderness Ratio Ratio fc =343 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=7 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =26 psi Cd =1 Fc =1350 psi CSF =0.09 Combo 5 c =0.8 CSF =0.46 Combo 6 FcEx =535 psi CSF =0.48 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.01 in. F'c =490 psi fc =410 psi Vertical Load (plf) 450 3,229 3,837 Project No: 3110323 Page 27 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 9 2 X 4 DF #2 @ 8 in. o.c. Section =9 Level =Basemt Height =8.71 ft Label =2 X 4 DF #2 @ 8 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 35 17 35 17 10.5 Ex 100 22 100 22 12.75 Lateral out-of-plane (OOP) pressure Seismic =1.5 psf H =8.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =8 in. o.c.Wind zone =0 Aeff =5.8 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.57 qz =17.08 psf Lateral out-of-plane deflection (L/Defl.)=9,893 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.50 S =3.06 in.3 Fc* =2484 psi Area =5.25 in.2 Cp =0.20 I =5.36 in.4 F'c =509 psi Weight =12.7 lb fc =118 psi Combo 5 Slenderness Ratio Ratio fc =274 psi Combo 6 x-x axis =29.9 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=7 lb-ft Column Stability F'b =2484 psi CF (Fc)=1.15 fb =26 psi Cd =1 Fc =1350 psi CSF =0.07 Combo 5 c =0.8 CSF =0.29 Combo 6 FcEx =535 psi CSF =0.31 Combo 7 FcEy =0 psi Fc*=1553 psi Seismic Deflection Cp =0.31 Deflection =0.01 in. F'c =490 psi fc =280 psi 450 2,203 3,837 Vertical Load (plf) Project No: 3110323 Page 28 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 4.2 VFRS - Wood Joists Summary FJ 01 11-7/8" TJI 210 @ 16" O.C. Mark =FJ 01 Center span =15 ft Section =11-7/8" TJI 210 @ 16" O.C. Result =Section adequate by 38%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever L 40 22 Floor 40 22 0 0 Beam Adjustment Factors Cd =1 CF / CV =1 Cr =1 Reference Allowable Loads Support Moment =3795 lb-ft Left Right Shear =1655 lb Left (in.)1.75 1.75 R1 =1005 lb Web stiffener No WS No WS R2 =1005 lb Section and Material Properties Flange Reactions d =1.375 in.Left Right b =2.0625 in.Roof LL (lb)0 0 Web Floor LL (lb)400 400 h =9.125 in.DL (lb)220 220 Panel Total load (lb)620 620 t =0.75 in. C. Factor =0.45 Uplift Joist Properties Left Joist K =4.5 Roof LL (lb)0 Joist EI =368308531 in.2-lb Floor LL (lb)0 Comp. EI =473974018 in.2-lb DL (lb)0 Effec. EI =386538308 in.2-lb Total uplift (lb)0 Partition DL (psf) Project No: 3110323 Page 29 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary FJ 02 2 X 10 @ 16" O.C. Mark =FJ 02 Center span =8.5 ft Section =2 X 10 @ 16" O.C. Result =Section adequate by 28%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever Ex 100 22 Floor 100 22 0 0 Beam Adjustment Factors Cd =1 CF / CV =1.1 Cr =1 Reference Allowable Loads Support Moment =2029 lb-ft Left Right Shear =1665 lb Left (in.)1.75 1.75 R1 =1640.625 lb Web stiffener No WS No WS R2 =1640.625 lb Section and Material Properties Flange Reactions d =0 in.Left Right b =0 in.Roof LL (lb)0 0 Web Floor LL (lb)567 567 h =0 in.DL (lb)125 125 Panel Total load (lb)691 691 t =0.75 in. C. Factor =0.45 Uplift Joist Properties Left Joist K =738.46154 Roof LL (lb)0 Joist EI =183415116 in.2-lb Floor LL (lb)0 Comp. EI =276497731 in.2-lb DL (lb)0 Effec. EI =211483823 in.2-lb Total uplift (lb)0 Partition DL (psf) Project No: 3110323 Page 30 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary FJ 03 2 X 10 @ 12" O.C. Mark =FJ 03 Center span =10.17 ft Section =2 X 10 @ 12" O.C. Result =Section adequate by 22%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever Ex 100 22 Floor 100 22 0 0 Beam Adjustment Factors Cd =1 CF / CV =1.1 Cr =1 Reference Allowable Loads Support Moment =2029 lb-ft Left Right Shear =1665 lb Left (in.)1.75 1.75 R1 =1640.625 lb Web stiffener No WS No WS R2 =1640.625 lb Section and Material Properties Flange Reactions d =0 in.Left Right b =0 in.Roof LL (lb)0 0 Web Floor LL (lb)509 509 h =0 in.DL (lb)112 112 Panel Total load (lb)620 620 t =0.75 in. C. Factor =0.45 Uplift Joist Properties Left Joist K =738.46154 Roof LL (lb)0 Joist EI =174055680 in.2-lb Floor LL (lb)0 Comp. EI =251921451 in.2-lb DL (lb)0 Effec. EI =200424497 in.2-lb Total uplift (lb)0 Partition DL (psf) Ledger 2018 NDS Table 12 Spacing TL Z' Mark Main Side Rows in.Result lbs/fast.lbs/fast. TRS 03 2X BLCK 2 X 6 2 16 OK 114%-19 135 Members SummaryFastener Type 10d COMMON Project No: 3110323 Page 31 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 4.3 VFRS - Beams / Posts Summary RB 01 2 X 6 [DF #2] Mark =RB 01 Section =2 X 6 [DF #2] Center Span =5 ft Right Cantilever =2.5 ft Result =Section adequate by 12 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 4.25 5.00 4.25 7.50 Dead Loads Beam Section Properties Self Weight BSW =2 plf Width b =1.5 in. Depth d =5.5 in. Allowable Stress Area A =8 in.2 Shear Stress Fv =180 psi Shear Area As =6 in.2 Bending Stress Fb =900 psi Moment of Inertia I =21 in.4 Beam Adjustment Factors Section Modulus S =8 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =33000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =-0.05"0.76" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.00 77 %0.02 77 %RLL (lb)0 465 Cantilever 0.07 0.14 17 %0.21 16 %FLL (lb)0 0 DL (lb)-44 249 Strength Criteria Total (lb)-44 714 Condition Maximum Allowable Result Post Capacity Shear (lb)463 1,139 59 % Moment (lb-ft)702 799 12 % Project No: 3110323 Page 32 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 02 (3) 2 X 6 [DF #2] Mark =RB 02 Section =(3) 2 X 6 [DF #2] Left Cantilever =2.5 ft Center Span =6 ft Result =Section adequate by 13 % - Load Combo. No.3 DL + RLL - Total Load Deflection Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) RB 01-R 0 465 0 249 714 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.37"-0.03" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.00 77 %0.02 77 %RLL (lb)659 0 Cantilever 0.07 0.14 15 %0.22 13 %FLL (lb)0 0 DL (lb)388 -89 Strength Criteria Total (lb)1,047 -89 Condition Maximum Allowable Result Post Capacity Shear (lb)726 3,416 79 % Moment (lb-ft)1,787 2,913 39 % Project No: 3110323 Page 33 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 03 (2) 2 X 6 [DF #2] Mark =RB 03 Section =(2) 2 X 6 [DF #2] Span =5.25 ft Result =Section adequate by 25 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 5.00 0.00 5.00 5.25 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =100 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.52" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.04 74 %0.09 64 %RLL (lb)459 459 0.07 FLL (lb)0 0 DL (lb)508 508 Strength Criteria Total (lb)967 967 Condition Maximum Allowable Result Post Capacity Shear (lb)798 2,277 65 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,270 1,696 25 % Project No: 3110323 Page 34 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 04 (3) 2 X 6 [DF #2] Mark =RB 04 Section =(3) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 39 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 21.00 0.00 21.00 3.50 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.73" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.02 79 %0.04 77 %RLL (lb)1,286 1,286 0.07 FLL (lb)0 0 DL (lb)756 756 Strength Criteria Total (lb)2,043 2,043 Condition Maximum Allowable Result Post Capacity Shear (lb)1,508 3,416 56 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,787 2,925 39 % Project No: 3110323 Page 35 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 05 (2) 2 X 6 [DF #2] Mark =RB 05 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 4 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 20.00 0.00 20.00 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.99" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.04 70 %0.05 69 %RLL (lb)1,225 1,225 0.07 FLL (lb)0 0 DL (lb)634 634 Strength Criteria Total (lb)1,859 1,859 Condition Maximum Allowable Result Post Capacity Shear (lb)1,372 2,277 40 %Left:(2) 2 X 6 7184 lb Moment (lb-ft)1,627 1,696 4 % Project No: 3110323 Page 36 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 06 (3) 2 X 10 [DF #2] Mark =RB 06 Section =(3) 2 X 10 [DF #2] Span =6.25 ft Result =Section adequate by 21 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 20.75 0.00 20.75 6.25 Dead Loads Beam Section Properties Self Weight BSW =10 plf Width b =4.5 in. Cont. Dead Load W =25 plf Depth d =9.25 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =180 psi Shear Area As =28 in.2 Bending Stress Fb =900 psi Moment of Inertia I =297 in.4 Beam Adjustment Factors Section Modulus S =64 in.3 Load Duration Cd =1.15 Form CF =1.10 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =475000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.26" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.05 75 %0.08 74 %RLL (lb)2,270 2,270 0.07 FLL (lb)0 0 DL (lb)1,271 1,271 Strength Criteria Total (lb)3,541 3,541 Condition Maximum Allowable Result Post Capacity Shear (lb)2,667 5,744 54 %Left:2 X 6 (1) K 5120 lb Moment (lb-ft)5,532 7,002 21 % Project No: 3110323 Page 37 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 07 (2) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =RB 07 Section =(2) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =10 ft Result =Section adequate by 3 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 19.25 0.00 19.25 10.00 Dead Loads Beam Section Properties Self Weight BSW =10 plf Width b =3.5 in. Cont. Dead Load W =25 plf Depth d =9.5 in. Allowable Stress Area A =33 in.2 Shear Stress Fv =285 psi Shear Area As =22 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =250 in.4 Beam Adjustment Factors Section Modulus S =53 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =500000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =2.01" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.02 0.30 9 %0.47 5 %RLL (lb)3,369 3,369 0.07 FLL (lb)0 0 DL (lb)1,898 1,898 Strength Criteria Total (lb)5,267 5,267 Condition Maximum Allowable Result Post Capacity Shear (lb)4,433 7,265 39 %Left:(2) 2 X 6 7388 lb Moment (lb-ft)13,167 13,541 3 % Project No: 3110323 Page 38 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 01 (3) 2 X 6 [DF #2] Mark =UB 01 Section =(3) 2 X 6 [DF #2] Span =5.25 ft Result =Section adequate by 21 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 22 7.75 0.00 7.75 5.25 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =100 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.55"0.55" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.05 70 %0.10 62 %RLL (lb)459 459 FLL (lb)814 1,628 DL (lb)1,233 1,959 Strength Criteria Total (lb)2,188 3,586 Condition Maximum Allowable Result Post Capacity Shear (lb)1,270 2,970 57 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)2,020 2,544 21 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 39 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 02 (2) 2 X 6 [DF #2] Mark =UB 02 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 39 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 22 7.75 0.00 7.75 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =100 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.55"0.55" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.02 87 %0.03 83 %RLL (lb)459 459 FLL (lb)543 1,085 DL (lb)988 1,468 Strength Criteria Total (lb)1,740 2,627 Condition Maximum Allowable Result Post Capacity Shear (lb)755 1,980 62 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)895 1,475 39 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 40 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 03 (2) 2 X 6 [DF #2] Mark =UB 03 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 54 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 22 1.00 0.00 1.00 3.50 Floor 100 22 2.67 0.00 2.67 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.41"0.41" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.02 87 %0.02 87 %RLL (lb)1,286 1,286 FLL (lb)537 1,075 DL (lb)992 1,228 Strength Criteria Total (lb)2,360 2,998 Condition Maximum Allowable Result Post Capacity Shear (lb)570 1,980 71 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)676 1,475 54 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 41 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 04 (2) 2 X 6 [DF #2] Mark =UB 04 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 25 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 5.50 0.00 5.50 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.68"0.68" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.03 76 %0.04 79 %RLL (lb)1,286 1,286 FLL (lb)963 1,925 DL (lb)1,062 1,369 Strength Criteria Total (lb)2,749 3,777 Condition Maximum Allowable Result Post Capacity Shear (lb)936 1,980 53 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,110 1,475 25 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 42 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 05 (2) 2 X 6 [DF #2] Mark =UB 05 Section =(2) 2 X 6 [DF #2] Span =6.25 ft Result =Section adequate by 45 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 22 1.00 0.00 1.00 6.25 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =100 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.28"0.28" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.02 90 %0.09 73 %RLL (lb)2,270 2,270 FLL (lb)125 250 DL (lb)1,664 2,058 Strength Criteria Total (lb)3,934 4,328 Condition Maximum Allowable Result Post Capacity Shear (lb)442 1,980 78 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)810 1,475 45 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 43 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 06 (3) 2 X 8 [DF #2] Mark =UB 06 Section =(3) 2 X 8 [DF #2] Span =10 ft Result =Section adequate by 30 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 1.00 0.00 1.00 10.00 Dead Loads Beam Section Properties Self Weight BSW =8 plf Width b =4.5 in. Cont. Dead Load W =100 plf Depth d =7.25 in. Allowable Stress Area A =33 in.2 Shear Stress Fv =180 psi Shear Area As =22 in.2 Bending Stress Fb =900 psi Moment of Inertia I =143 in.4 Beam Adjustment Factors Section Modulus S =39 in.3 Load Duration Cd =1.00 Form CF =1.20 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =229000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.41" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.10 70 %0.23 55 %RLL (lb)3,369 3,369 FLL (lb)500 500 DL (lb)2,547 2,547 Strength Criteria Total (lb)5,916 5,916 Condition Maximum Allowable Result Post Capacity Shear (lb)1,010 3,915 74 %Left:(2) 2 X 6 (1) K 10257 lb Moment (lb-ft)2,872 4,080 30 % Project No: 3110323 Page 44 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 07 (3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =UB 07 Section =(3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =16 ft Result =Section adequate by 2 % - Load Combo. No.2 DL + FLL - Live Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 2.67 0.00 2.67 16.00 Dead Loads Beam Section Properties Self Weight BSW =15 plf Width b =5.25 in. Depth d =9.5 in. Allowable Stress Area A =50 in.2 Shear Stress Fv =285 psi Shear Area As =33 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =375 in.4 Beam Adjustment Factors Section Modulus S =79 in.3 Load Duration Cd =1.00 Form CF =1.00 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =750000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.69" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.52 2 %0.67 16 %RLL (lb)0 0 FLL (lb)2,136 2,136 DL (lb)586 586 Strength Criteria Total (lb)2,722 2,722 Condition Maximum Allowable Result Post Capacity Shear (lb)2,453 9,476 74 % Moment (lb-ft)10,889 17,662 38 % Project No: 3110323 Page 45 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 08 (3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =UB 08 Section =(3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =10.5 ft Result =Section adequate by 7 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 2.00 5.50 2.00 10.50 Floor 100 22 8.00 0.00 8.00 5.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) UB 07-R 5 0 2,136 586 2,722 Dead Loads Beam Section Properties Self Weight BSW =15 plf Width b =5.25 in. Depth d =9.5 in. Allowable Stress Area A =50 in.2 Shear Stress Fv =285 psi Shear Area As =33 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =375 in.4 Beam Adjustment Factors Section Modulus S =79 in.3 Load Duration Cd =1.00 Form CF =1.00 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =750000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.46"0.94" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.31 12 %0.39 26 %RLL (lb)0 0 FLL (lb)4,605 2,931 DL (lb)1,150 777 Strength Criteria Total (lb)5,755 3,708 Condition Maximum Allowable Result Post Capacity Shear (lb)4,971 9,476 48 %Left:(2) 2 X 6 6734 lb Moment (lb-ft)16,338 17,662 7 %Right:(2) 2 X 6 6734 lb Project No: 3110323 Page 46 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 09 (3) 2 X 6 [DF #2] Mark =UB 09 Section =(3) 2 X 6 [DF #2] Span =3 ft Result =Section adequate by 40 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 23.50 0.00 23.50 3.00 Floor 40 22 2.67 0.00 2.67 3.00 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =250 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.83" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.02 85 %0.03 81 %RLL (lb)1,234 1,234 FLL (lb)160 160 DL (lb)1,104 1,104 Strength Criteria Total (lb)2,337 2,337 Condition Maximum Allowable Result Post Capacity Shear (lb)1,623 3,416 52 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,753 2,925 40 % Project No: 3110323 Page 47 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 10 (2) 2 X 6 [DF #2] Mark =UB 10 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 81 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 3.50 0.00 3.50 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =25 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.2" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.01 95 %0.01 94 %RLL (lb)214 214 FLL (lb)0 0 DL (lb)160 160 Strength Criteria Total (lb)375 375 Condition Maximum Allowable Result Post Capacity Shear (lb)277 2,277 88 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)328 1,696 81 % Project No: 3110323 Page 48 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 11 C10X15.3 [A36] Mark =UB 11 Section =C10X15.3 [A36] Span =15 ft Result =Section adequate by 82 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 3.25 0.00 3.25 15.00 Dead Loads Beam Section Properties Self Weight BSW =15 plf Width b =2.6 in. Depth d =10 in. Allowable Stress Area A =4 in.2 Yield Stress Fy =36000 psi Shear Area As =2 in.2 Moment of Inertia I =67 in.4 Section Modulus S =14 in.3 Plastic Section Mod.Z =16 in.3 Beam Material Properties Modulus of Elasticity E =29000000 psi Load Reduction Factors Flexure Stiffness EI =1952000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length = Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.07 87 %0.11 85 %RLL (lb)853 853 FLL (lb)0 0 DL (lb)551 551 Strength Criteria Total (lb)1,404 1,404 Condition Maximum Allowable Result Post Capacity Shear (lb)1,404 31,042 95 % Moment (lb-ft)5,266 28,563 82 % Project No: 3110323 Page 49 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 12 (3) 2 X 6 [DF #2] Mark =UB 12 Section =(3) 2 X 6 [DF #2] Span =6.67 ft Result =Section adequate by 34 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 3.25 0.00 3.25 6.67 Floor 100 22 1.00 0.00 1.00 6.67 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =100 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.41" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.07 68 %0.15 54 %RLL (lb)379 379 FLL (lb)334 334 DL (lb)621 621 Strength Criteria Total (lb)1,155 1,155 Condition Maximum Allowable Result Post Capacity Shear (lb)997 3,416 71 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,927 2,925 34 % Project No: 3110323 Page 50 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 13 HSS4X2X1/8 [A500 Gr. B-42] Mark =UB 13 Section =HSS4X2X1/8 [A500 Gr. B-42] Span =6.5 ft Result =Section adequate by 40 % - Load Combo. No.3 DL + RLL - Total Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 35 17 7.00 0.00 7.00 6.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =2 in. Depth d =4 in. Allowable Stress Area A =1 in.2 Yield Stress Fy =42000 psi Shear Area As =0 in.2 Moment of Inertia I =3 in.4 Section Modulus S =1 in.3 Plastic Section Mod.Z =2 in.3 Beam Material Properties Modulus of Elasticity E =29000000 psi Load Reduction Factors Flexure Stiffness EI =77000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length = Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.05 0.13 41 %0.20 40 %RLL (lb)796 796 FLL (lb)0 0 DL (lb)422 422 Strength Criteria Total (lb)1,218 1,218 Condition Maximum Allowable Result Post Capacity Shear (lb)1,218 12,792 90 % Moment (lb-ft)1,980 3,479 43 % Project No: 3110323 Page 51 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary MB 01 (3) 2 X 6 [DF #2] Mark =MB 01 Section =(3) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 11 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Shear Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 22 1.00 0.00 1.00 3.50 Floor 100 22 2.67 0.00 2.67 3.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) UB 03-R 3 1,286 1,075 1,228 3,588 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.39"1.14" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.01 0.02 83 %0.03 82 %RLL (lb)1,470 1,103 FLL (lb)1,228 1,458 DL (lb)1,406 1,291 Strength Criteria Total (lb)3,430 3,212 Condition Maximum Allowable Result Post Capacity Shear (lb)3,044 3,416 11 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,377 2,544 46 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 52 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary MB 02 (2) 2 X 6 [DF #2] Mark =MB 02 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 25 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 5.50 0.00 5.50 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.68"0.68" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.01 0.03 76 %0.04 79 %RLL (lb)1,286 1,286 FLL (lb)1,925 2,888 DL (lb)1,369 1,675 Strength Criteria Total (lb)3,777 4,805 Condition Maximum Allowable Result Post Capacity Shear (lb)936 1,980 53 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,110 1,475 25 %Right:2 X 6 (1) K 5119 lb Project No: 3110323 Page 53 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary MB 03 (3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =MB 03 Section =(3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =16 ft Result =Section adequate by 2 % - Load Combo. No.2 DL + FLL - Live Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 2.67 0.00 2.67 16.00 Dead Loads Beam Section Properties Self Weight BSW =15 plf Width b =5.25 in. Depth d =9.5 in. Allowable Stress Area A =50 in.2 Shear Stress Fv =285 psi Shear Area As =33 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =375 in.4 Beam Adjustment Factors Section Modulus S =79 in.3 Load Duration Cd =1.00 Form CF =1.00 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =750000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.69" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.01 0.52 2 %0.67 16 %RLL (lb)0 0 FLL (lb)2,136 2,136 DL (lb)586 586 Strength Criteria Total (lb)2,722 2,722 Condition Maximum Allowable Result Post Capacity Shear (lb)2,453 9,476 74 % Moment (lb-ft)10,889 17,662 38 % Project No: 3110323 Page 54 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary MB 04 (3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =MB 04 Section =(3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =10.5 ft Result =Section adequate by 7 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 100 22 2.00 5.50 2.00 10.50 Floor 100 22 8.00 0.00 8.00 5.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) MB 03-R 5 0 2,136 586 2,722 Dead Loads Beam Section Properties Self Weight BSW =15 plf Width b =5.25 in. Depth d =9.5 in. Allowable Stress Area A =50 in.2 Shear Stress Fv =285 psi Shear Area As =33 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =375 in.4 Beam Adjustment Factors Section Modulus S =79 in.3 Load Duration Cd =1.00 Form CF =1.00 Beam Material Properties Repetitive Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =750000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.46"0.94" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.01 0.31 12 %0.39 26 %RLL (lb)0 0 FLL (lb)13,712 8,896 DL (lb)3,423 2,358 Strength Criteria Total (lb)17,135 11,254 Condition Maximum Allowable Result Post Capacity Shear (lb)4,971 9,476 48 %Left:(5) 2 X 6 20498 lb Moment (lb-ft)16,338 17,662 7 %Right:(3) 2 X 6 11671 lb Project No: 3110323 Page 55 of 55 Date: 5/15/2023 Prepared by: Project: Harris Architecture Palisades Apartments (Rexburg) 3110323 RJW 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 5.1 Foundation - Concrete Walls / Footings Foundation Walls and Footings ACI 318-14 Section 14 Soil RLL FLL DL RLL FLL DL Brg. Press.Brg. Press. Section Mark (ft)Result (plf)(plf)(plf)(plf)(plf)(plf)Mark (psf)Result Mark (psf)Result 1 FW10 9.5 11%726 120 1,779 0 0 0 FT24 1,253 37% 2 FW10 9.5 11%175 900 2,060 0 0 0 FT24 1,480 26% 3 FW10D 9.5 49%175 900 2,688 0 0 0 FT24 1,794 10% 4 735 525 1,148 0 0 0 FT24 1,046 48% 5 70 1,575 1,254 0 4,114 1027 FT24 1,414 29%SF48 1,778 11% 6 70 2,400 1,435 0 2,669 707 FT24 1,918 4%SF48 1,662 17% Continuous Footing Spot FootingLine Loads Point LoadsFoundation Wall